地震作用下钢筋混凝土水闸非线性损伤破坏机理研究

宋力; 郭博文; 范冰; 刘智; 孙帅龙

doi:10.13928/j.cnki.wrahe.2025.S1.045

水利水电技术（中英文） ›› 2025, Vol. 56 ›› Issue (S1) : 288 -296. DOI: 10.13928/j.cnki.wrahe.2025.S1.045

水工建筑

地震作用下钢筋混凝土水闸非线性损伤破坏机理研究

宋力 ¹^,² ,
郭博文 ¹^,² ,
范冰 ¹^,² ,
刘智 ³ ,
孙帅龙 ⁴

作者信息 +

Research on nonlinear damage and failure mechanism of reinforced concrete sluice under earthquake action

Li SONG ¹^,² ,
Bowen GUO ¹^,² ,
Bing FAN ¹^,² ,
Zhi LIU ³ ,
Shuailong SUN ⁴

Author information +

文章历史 +

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摘要

针对目前钢筋混凝土水闸结构抗震分析中存在的缺陷，建立了水闸-地基-水体系统非线性地震损伤分析方法，并以某VIII度区内防洪闸工程为例，研究了水闸结构在地震作用下的动力响应、损伤破坏范围与程度等，揭示了水闸-地基-水体系统非线性地震损伤破坏机理。结果表明：(1)该方法考虑了无限地基辐射阻尼效应、混凝土动态损伤、钢筋混凝土黏结滑移作用以及水体和水闸结构间流固耦合作用等因素影响，较为真实地反应了地震作用下钢筋混凝土水闸受力状态，并通过与其他方法计算结果对比，验证了建立方法的准确性；(2)地震作用下排架柱与闸墩连接部位出现混凝土损伤，损伤区域基本覆盖排架柱横截面，且最大损伤值已达到了0.659,此时混凝土基本处于损伤破坏状态；(3)随着地震历时的增加，闸室结构排架柱折角处开始出现混凝土损伤，且损伤数值和区域持续增大，当损伤区域贯穿整个排架柱横截面时，可认为闸室结构已发生震损破坏。

Abstract

A nonlinear seismic damage analysis method for the sluice foundation water system had been established to address the shortcomings in the seismic analysis of reinforced concrete sluice structures. Taking a flood control gate project in a certain VIII degree area as an example, the dynamic response, damage range and degree of the water gate structure under earthquake action were studied. Based on the calculation result, the nonlinear earthquake damage and failure mechanism of the water gate foundation water system was revealed. The result showed that:(1) The method considered factors such as wireless foundation radiation damping effect, concrete dynamic damage, reinforced concrete bonding and sliding effect, and fluid solid coupling effect between water body and water gate structure, which could accurately reflect the stress state of reinforced concrete sluice under earthquake action. The accuracy of the established method was verified by comparing the calculation result with other method;(2) Under earthquake action, concrete damage occurred at the connection between the bent column and the gate pier, and the damage area basically covered the cross-section of the bent column, with the maximum damage value reaching 0.659. The concrete was basically in a state of damage and failure;(3) As the duration of the earthquake increased, concrete damage began to appear at the corner of the bent column, and the damage value and area continued to increase. When the damage area run through the entire cross-section of the bent column, it could be considered that the chamber structure had been undergone seismic damage.